VICONS-CR1-2-KSB-H-CALCULATION-REV01

1 General Information 1.1 References  KS D 3503 : 1998, Rolled steels for general structure Korean Institute of standards  Temporary work construction specification (2016) Korean National Transportation Department  AISC ADS89, Specification for Structural Steel Buildings Allowable Stress Design and Plastic Design American Institute of Steel Construction  ACI 355.3R-11 Guide for Design of Anchorage to Concrete American Concrete Institute  Experiment results by Kumkang Kind  QCVN 02:2009/BXD Vietnam Building Code Natural Physical & Climatic Data for Construction  TCVN 2737 : 1995 Vietnam Standard Loads and Effects – Design standard  TCVN 4453 : 1995 Vietnam Standard Monolithic concrete and reinforced concrete structures – Codes for construction, check and acceptance  TCVN 3118 : 1993 Vietnam Standard Heavyweight concrete – method for determination of compressive strength 1.2 Materials  Steel grade SS400 Table 1, Table (KS D 3503) Unit weight: γ = 78.50 kN/m3 Yield strength: Fy = 245 N/mm2 Tensile strength: Fu = 400 ~ 510 N/mm2  Timber Pine wood Unit weight: γ = 5.4 kN/m3 Allowable bending stress: σa = 10.6 Mpa (timber plank 200x40) σa = 12 Mpa (timber beam H20) 1.3 Loads  Weight of timber plank (200 x 40): g = 5.4 x 0.04 = 0.22 kN/ m2  Working load applied: - KSB-H Faỗade Typical Type Level 0,-1,-2,-3: - 1.25 kN/m2 KSB-H Faỗade Landing Type Level 0,-1,-2,-3: 1.25 kN/m2 Landing area: 2.5 kN/ m2  Wind load is calculated based on QCVN 02:2009/BXD and TCVN 2737:1995 Project location: District 7, Ho Chi Minh city Zone: II.A Standard wind load (typhoon case): W0 = 0.83 kN/m2 Standard wind load (normal case): W0 = 0.25 kN/m2 Terrain type: B Factor for elevation and terrain type: k = 1.525 Pneumatic coefficient: c = 1.4 Aerodynamic factor: n = 1.3 Time modification factor: γ = 0.74 (5 years) for typhoon case at +104.40m (24F) γ = for normal case Wind force influence factor: p = 0.7 (normal case) p = 0.2 (typhoon case) Design wind force formula: W = (γ.W0 k.c.n).p Normal case: W = 0.50 kN/m2 Typhoon case: W = 0.34 kN/m2 1.4 Load combinations Load combinations are based on AISC ASD89 – A4.1 as below: DL DL + LL DL ± WL DL + LL ± WL Where: DL – Dead Load LL – Live Load WL – Wind Load KUMKANG KIND CO., LTD 2.87ton K-32 2.65ton K-31 2.75ton K-30 2.84ton K-29 2.75ton K-28 3.03ton K-27 K-26 2.87ton 2.87ton K-01 K-21 3.30ton 2.84ton K-06 Main-2.27ton 2.84ton K-07 Main-2.27ton 2.65ton K-08 Main-2.18ton 2.84ton K-09 Main-2.27ton K-25 3.43ton K-24 3.84ton Landing Platform KUMKANG KIND CO., LTD KSB-H Lv.3 Platform K-20 3.43ton K-19 3.30ton K-18 3.84ton Landing Platform ZONE K-22 3.43ton 2.65ton K-05 KSB-H Lv.2 Platform ZONE K-23 3.17ton 2.75ton K-04 ZONE 2.84ton K-03 K-06 ZONE 2.84ton K-02 K-17 3.37ton 2.95ton K-10 2.85ton K-11 2.18ton K-12 2.84ton K-13 3.43ton K-14 K-15 3.43ton K-16 3.37ton Checking Platform Position KSB-H Faỗade Typical Type : K-06 (2 platforms), K-25 (3 platforms) KSB-H Faỗade Landing Type : K-18 (3 levels of platform) K-18 K-25 KSB-H Faỗade Typical Type Checking 3.1 Frame K-06 Screw on Coupler 40(K0290110) KSB-H Working deck(K0340010) KSB-H diagonal brace 2012L(K0340030) KSB-H Vertical Waling 5.99m(K0340020) Scaffold tube 48.6mm(K0290150) Sp Vertical Profile 3190m (M1611 08 200) Sp.Anchor unit Type-1 (M150721 0200) KGB-H stopper(K0330110) KGB-H main profile 9.89m(K0330030) KGB-H main profile extension joint (K0330200) KGB-H Extension profile - 0.99m (K0330210) KUMKANG KIND CO., LTD Pipe 3.00m TB200-6000 TB200-6000 Pipe 6.00m  Check Timber Plank (200 x 40 x 1150) Self-weight: g = 0.22 kN/m2 Working load: p = 1.25 kN/m2 Total load on one timber plank (B = 0.2m): q = (0.22 + 1.25) x 0.2 = 0.3 kN/m Z = 53330 mm3, σa = 10.6 MPa Maximum spacing of support in case simple beam: Lsimple max  8 a Z 10.6  53330   3800mm q 0.3 Maximum spacing of support in case cantilever beam: 2 a Z 10.6  53330   1900mm q 0.3 Lcantilever  max Conclude: Actual support distance of timber plank are 580mm and 360mm  Satisfaction  Check Timber Beam TB200 Self-weight: g = 0.05 kN/m Weight of timber plank and working load transfers to TB200 (B = 0.58m): p = (0.22 + 1.25) x 0.58 = 0.85 kN/m Total checking load: q = 0.05 + 0.85 = 0.90 kN/m Z = 418000 mm , σa = 12 MPa Maximum spacing of support in case simple beam: Lsimple max  8 a Z 12  418000   6700mm q 0.9 Maximum spacing of support in case cantilever beam: Lcantilever  max Conclude: 2 a Z 12  418000   3300mm q 0.9 Actual support distance of TB200 are 2700mm and 1800mm  Satisfaction KUMKANG KIND CO., LTD  Check Frame Elements < Modeling> KUMKANG KIND CO., LTD KUMKANG KIND CO., LTD < Load assignment> SDead = 0.5 x 0.22 = 0.11 kN/m B = 0.5m 10 KUMKANG KIND CO., LTD Live = 0.5 x 1.25 = 0.28 kN/m B = 0.5m 11 KUMKANG KIND CO., LTD WNormalY = 3.15 x 0.5 = 1.58 kN/m B = 1.8 + 0.5 x 2.7 = 3.15 m WNormalY = 2.85 x 0.5 = 1.43 kN/m B = 1.5 + 0.5 x 2.7 = 2.85 m 12 KUMKANG KIND CO., LTD